CN114575355A - Soil protection and descent construction method - Google Patents
Soil protection and descent construction method Download PDFInfo
- Publication number
- CN114575355A CN114575355A CN202210331946.0A CN202210331946A CN114575355A CN 114575355 A CN114575355 A CN 114575355A CN 202210331946 A CN202210331946 A CN 202210331946A CN 114575355 A CN114575355 A CN 114575355A
- Authority
- CN
- China
- Prior art keywords
- pile
- construction
- piles
- concrete
- soil
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 125
- 239000002689 soil Substances 0.000 title claims abstract description 68
- 238000000034 method Methods 0.000 claims abstract description 25
- 238000002360 preparation method Methods 0.000 claims abstract description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 53
- 230000002787 reinforcement Effects 0.000 claims description 51
- 239000010410 layer Substances 0.000 claims description 40
- 238000005507 spraying Methods 0.000 claims description 38
- 238000005553 drilling Methods 0.000 claims description 31
- 229910000831 Steel Inorganic materials 0.000 claims description 27
- 239000010959 steel Substances 0.000 claims description 27
- 238000009412 basement excavation Methods 0.000 claims description 24
- 238000009415 formwork Methods 0.000 claims description 15
- 238000013461 design Methods 0.000 claims description 12
- 238000003466 welding Methods 0.000 claims description 11
- 230000003014 reinforcing effect Effects 0.000 claims description 10
- 238000003825 pressing Methods 0.000 claims description 8
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 238000009826 distribution Methods 0.000 claims description 6
- 239000007921 spray Substances 0.000 claims description 6
- 239000004575 stone Substances 0.000 claims description 6
- 239000002344 surface layer Substances 0.000 claims description 6
- 230000001112 coagulating effect Effects 0.000 claims description 5
- 239000000463 material Substances 0.000 claims description 5
- 238000012545 processing Methods 0.000 claims description 5
- 238000004140 cleaning Methods 0.000 claims description 4
- 238000005086 pumping Methods 0.000 claims description 4
- 239000002002 slurry Substances 0.000 claims description 4
- 238000009933 burial Methods 0.000 claims description 3
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 238000011835 investigation Methods 0.000 claims description 3
- 239000002699 waste material Substances 0.000 claims description 3
- 238000007667 floating Methods 0.000 claims description 2
- 238000002513 implantation Methods 0.000 claims description 2
- 238000005259 measurement Methods 0.000 claims description 2
- 238000004321 preservation Methods 0.000 claims description 2
- 239000004568 cement Substances 0.000 description 26
- 239000004927 clay Substances 0.000 description 15
- 238000007569 slipcasting Methods 0.000 description 10
- 239000007788 liquid Substances 0.000 description 6
- 238000004873 anchoring Methods 0.000 description 4
- 238000011049 filling Methods 0.000 description 4
- 239000011440 grout Substances 0.000 description 4
- 210000003205 muscle Anatomy 0.000 description 4
- 230000003068 static effect Effects 0.000 description 4
- 229920000742 Cotton Polymers 0.000 description 3
- 239000003292 glue Substances 0.000 description 3
- 238000007789 sealing Methods 0.000 description 3
- 238000009825 accumulation Methods 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 230000008020 evaporation Effects 0.000 description 2
- 238000001704 evaporation Methods 0.000 description 2
- 239000004744 fabric Substances 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 238000002156 mixing Methods 0.000 description 2
- 230000002093 peripheral effect Effects 0.000 description 2
- 235000019353 potassium silicate Nutrition 0.000 description 2
- 238000011160 research Methods 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 241000512259 Ascophyllum nodosum Species 0.000 description 1
- 239000002390 adhesive tape Substances 0.000 description 1
- 239000005442 atmospheric precipitation Substances 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000005461 lubrication Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 239000012466 permeate Substances 0.000 description 1
- 239000000843 powder Substances 0.000 description 1
- 238000001556 precipitation Methods 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000007790 scraping Methods 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 239000002356 single layer Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to a soil protection construction method, which comprises the following steps of S1: construction preparation; s2: performing supporting pile construction; s3, performing jet grouting pile construction between adjacent support piles; s4: performing crown beam construction on the top of the support pile; s5: carrying out retaining wall construction in the range from the top of the foundation pit supporting pile crown beam to the ground, S6: constructing a first anchor cable; s7: after the first anchor cable construction is finished, performing first inter-pile soil retaining wall construction above the jet grouting pile; s8: constructing a second anchor cable; s9: after the second anchor cable is constructed, performing second inter-pile soil retaining wall construction between the jet grouting pile and the jet grouting pile or between the jet grouting pile and the support pile; by implementing the supporting method, a more perfect supporting system is formed.
Description
Technical Field
The invention belongs to the technical field of building construction, and particularly relates to a soil protection and descent construction method.
Background
Along with the high-speed development of economy in China, land resources are more and more scarce, building engineering tends to underground space development more and more, for the geology of the clay silt prime fill, the geology can be divided into two categories of an artificial accumulation layer and a quaternary sedimentary layer according to the stratum within the range of the maximum exploration depth (45.00 m), the geology is further divided into 7 large layers and sub-layers according to stratum lithology and engineering characteristics, and the clay silt layer, the sandy silt layer, the clay layer and the heavy silt clay layer which are sedimentated in the quaternary period are arranged below the artificial accumulation layer; a silt layer; silty clay, heavy silty clay layers, sticky silty soil, and sandy silty soil layers; clay, heavy silty clay layer, clay silty soil and sandy silty soil layer; silty clay, heavy silty clay layer, sticky silty soil, sandy silty soil layer and coarse sand layer; a clay layer; for the geology of the clay silt element filling layer, the effective support of the foundation pit relates to the safety, quality and progress of engineering construction, the clay silt element filling layer geology causes limited selectable support forms, and meanwhile, experimental research shows that under the geological condition, the difficulty in hole forming and pile forming construction of the support pile is high.
Disclosure of Invention
In view of the above, the present invention aims to provide a soil-protecting and soil-lowering construction method, so as to solve the technical problems that in the prior art, the geological structure of a clay silt element filled soil layer causes limited selectable supporting forms, and the experimental research finds that the difficulty of the hole forming and pile forming construction of a supporting pile is large under the geological condition.
In order to achieve the purpose, the technical scheme adopted by the soil protection construction method is as follows:
a soil protection and descent construction method comprises the following steps:
s1: construction preparation;
researching geotechnical engineering investigation reports of a construction area, knowing the structure, distribution, performance indexes and underground water distribution conditions of soil layers, finding out the spatial positions, structural forms, foundation burial depths and foundation types of various underground facilities and surrounding buildings, judging the influence of supporting on the underground facilities and the surrounding buildings, installing mechanical equipment in place and operating normally, and putting all required materials in place according to a plan;
s2: when the construction site meets the excavation conditions of the supporting piles, the supporting piles are constructed, and the pile positions are designed to be installed for pouring the supporting piles;
s3, after the construction of the supporting piles is finished for 48 hours, carrying out the construction of the jet grouting piles between the adjacent supporting piles, wherein the top of each jet grouting pile is lower than the lower part of the top of each supporting pile;
s4: after the construction of the jet grouting pile is completed, the top of the support pile is constructed with a crown beam, and the main reinforcement of the support pile extends into the crown beam and is connected with the crown beam
The top beams are supported on the tops of the supporting piles and connect all the supporting piles, and reserved steel bars are arranged above the top beams;
s5: constructing a retaining wall in the range from the top of a crown beam of the supporting pile of the foundation pit to the ground, wherein the retaining wall comprises constructional columns arranged at intervals, and main reinforcements of the constructional columns are connected with reserved reinforcing steel bars of the crown beam;
s6: constructing a first anchor cable;
s7: after the first anchor cable construction is finished, performing first inter-pile soil retaining wall construction above the jet grouting pile;
s8: constructing a second anchor cable;
s9: and after the second anchor cable is constructed, constructing the soil retaining wall between the second piles between the rotary jet grouting pile and the rotary jet grouting pile or between the rotary jet grouting pile and the support pile.
Has the advantages that: according to the soil protection construction method, the supporting piles are arranged, the jet grouting piles are constructed, the top beams are poured on the supporting piles, the retaining walls are built on the top beams, the anchor cable construction is carried out after the construction of the retaining walls is finished, and after the anchor cable construction is finished, a more complete supporting form of the foundation pit is formed through the construction of the first inter-pile soil protecting wall above the jet grouting piles and the construction of the second inter-pile soil protecting wall between the jet grouting piles and the jet grouting piles or between the jet grouting piles and the supporting piles.
Further, in the construction of the support piles of S2:
(1) firstly, carrying out height measurement and construction setting-out on an operation surface, and determining a supporting pile site;
(2) processing the reinforcement cage, stacking the manufactured reinforcement cage in a classified manner, marking the use part by using a signboard, and using the reinforcement cage behind an experience folding lattice;
(3) drilling to form a hole;
calculating the hole depth according to the designed pile length and the elevation of the construction working surface, and marking the hole depth at the corresponding position of the body or the drill rod of the drilling machine;
the drilling machine moves to a pile site to align with a pile site of a support pile and lower a drill bit, the tower body of the drilling machine is kept vertical, the verticality of a drill rod is measured by a theodolite or a plumb bob, and the verticality deviation is controlled within 1%;
(4) concrete is grouted by pressure;
after the drill bit reaches the designed elevation, the drill rod stops drilling and starts to pump concrete, the concrete is pumped to the bottom of the hole, the drill is lifted while the concrete is pumped, the drill lifting speed is matched with the pumping quantity, and the drill bit is guaranteed to be buried below the concrete surface all the time; the pile-forming process is continuously carried out until the pile body concrete is poured to the orifice ground;
(5) implanting a reinforcement cage;
after the concrete is pressure-poured to a construction control elevation and waste soil around a pile hole is cleaned, aligning a reinforcement cage to the center of the hole position for embedding the reinforcement cage into the hole position for construction; aligning the center of the reinforcement cage to the center of the pile position, and controlling the verticality of the reinforcement cage; make it sink through the steel reinforcement cage dead weight earlier, when sinking and stopping, start the electromagnetic shaker, make the steel reinforcement cage continue to sink through the electromagnetic shaker, height that the steel reinforcement cage was placed is controlled to the levelling instrument, after reacing the design elevation, fixed steel reinforcement cage.
Has the advantages that: the construction of the support pile is more reasonable, and the support pile is ensured to have higher forming quality.
Further, in S3, two jet grouting piles are arranged between adjacent supporting piles, after construction of the supporting piles adjacent to two sides is completed for 48 hours, the jet grouting piles are measured and set out, then the jet grouting piles are in place, hole positions and drill rod verticality are corrected, hole guiding operation is conducted, then grouting pipes are arranged in the guiding holes, high-pressure jet grouting is conducted from bottom to top until hole openings return grouting, and the position where spraying is stopped is higher than the top surface lm of the curtain design.
Has the advantages that: the setting of spouting the stake soon is more reasonable, and the setting of spouting the stake soon has higher shaping quality, spouts the stake soon and can form the stronger foundation of strutting of foundation ditch week side structural strength with the cooperation of a fender pile.
Further, in the S4 crown beam construction:
(1) chiseling a pile head and clearing soil;
chiseling floating slurry on the top of the supporting pile and excess pile body mixed soil, removing residual concrete on a main reinforcement of the supporting pile, ensuring that the length of the main reinforcement of the supporting pile extending into the crown beam meets the design requirement, and lap-welding the main reinforcement and the crown beam steel bar;
(2) performing crown beam formwork support; performing crown beam formwork support between the support piles, cleaning the contact surface of the formwork and the concrete after the formwork support is finished, and coating a separant;
(3) pouring and maintaining concrete;
and (3) continuously pouring the crown beam concrete, covering the concrete within 12 hours after the concrete is poured, and maintaining the concrete in a heat-preservation way for more than or equal to 7 days.
Has the advantages that: the crown beams are arranged at the tops of the support piles to form connection, so that the support piles are connected at the tops, and the support piles and the crown beams form a stable support foundation.
Further, in the construction of the retaining wall of S5: and (4) building the retaining wall in layers, and backfilling after the concrete strength of the constructional columns of the retaining wall reaches 70% of the designed strength.
Has the advantages that: guarantee that retaining wall has higher structural stability.
In the first inter-pile soil retaining wall construction of S7:
(1) the construction method comprises the steps of constructing a first inter-pile soil retaining wall, drilling a hole in one opposite side of a support pile, wherein the drilled hole is perpendicular to the extending direction of the support pile, inserting two sections of transverse pressing bars into the drilled hole, then overlapping and welding to form a transverse limiting rod, correspondingly fixing a vertical limiting rod on the top of a jet grouting pile, welding and connecting the vertical limiting rod and the transverse limiting rod to form a limiting net, and then laying a reinforcing mesh on one surface of the limiting steel, which is back to a foundation pit;
(2) spraying and coagulating the surface layer;
the spraying operation is performed from top to bottom in sections, and the spraying sequence of the same section is from bottom to top; when spraying, the spray head and the sprayed surface should be kept vertical, and the spraying distance is 0.6-1.0 m. Spraying the fine stone concrete with the thickness of 80mm and the strength of C20.
Has the advantages that: form closely knit first pile soil dado structure under the crown beam, both guaranteed that first pile soil dado structure can carry out comparatively perfect strutting to the foundation ditch lateral wall, but also can guarantee that the dado has higher support intensity.
In the second inter-pile soil retaining wall construction of S9:
(1) during construction of the soil retaining wall between the second piles, drilling holes in one side of the support pile opposite to the rotary jet grouting pile or one side of the rotary jet grouting pile opposite to the rotary jet grouting pile, inserting two sections of transverse pressing bars into the drilled holes, then overlapping and welding the transverse pressing bars to form transverse limiting rods, and then paving a reinforcing mesh on one surface of the limiting steel, which faces away from the foundation pit;
(2) spraying and coagulating the surface layer;
the spraying operation is performed from top to bottom in a segmented mode, and the spraying sequence of the same segment is from bottom to top; when spraying, the spray head and the sprayed surface should be kept vertical, and the spraying distance is 0.6-1.0 m. Spraying the fine stone concrete with the thickness of 80mm and the strength of C20.
Has the advantages that: and a compact second inter-pile soil retaining wall structure is formed below the top beam, so that the second inter-pile soil retaining wall structure can be used for supporting the side wall of the foundation pit more perfectly, and the retaining wall can be ensured to have higher supporting strength.
Before the construction of the support piles, earth excavation is carried out for 20m away from the support piles, excavation is carried out from inside to outside, and 1: 1, slope releasing so that the supporting piles meet excavation conditions.
Has the advantages that: and the earthwork excavation is carried out before the construction of the supporting pile, so that the supporting pile meets the excavation condition.
Drawings
FIG. 1 is a construction flow chart of a soil drop construction method of the present invention;
FIG. 2 is a side view of a supporting structure formed by a method of earth-moving construction of the present invention;
fig. 3 is a front view of a supporting structure formed by one of the soil drop construction methods of fig. 2.
Reference numerals: 1-supporting piles; 2-jet grouting pile; 3-a crown beam; 4-a retaining wall; 5, anchor cable; 6-first inter-pile soil retaining wall; 7-second inter-pile soil retaining wall; 8-transverse limiting rods; 9-vertical limiting rods; 10-reinforcing mesh; 11-a fabrication column; and 12-transverse ribbing.
Detailed Description
The soil protection construction method of the present invention will be further described in detail with reference to the accompanying drawings and the following detailed description: = g
As shown in fig. 1, the soil protecting and lowering construction method of the present invention includes:
s1: construction preparation;
the method is characterized by researching a geotechnical engineering investigation report of a construction area, knowing the structure, distribution, performance indexes and underground water distribution conditions of soil layers, finding out the spatial positions, structural forms, foundation burial depths and foundation types of various underground facilities and surrounding buildings, judging the influence of support on the underground facilities and the surrounding buildings, installing mechanical equipment in place, normally operating the mechanical equipment, and completely putting all required materials in place according to a plan.
The method is characterized in that the underwater natural dynamic type of the engineering field zone belongs to an infiltration-path flow and an evaporation type, and is mainly supplemented by a groundwater lateral path flow, an atmospheric precipitation infiltration and a pipeline leakage, and an groundwater lateral path flow and evaporation are mainly used as a drainage mode; the annual dynamic change rule of the water level is generally as follows: the water level in the 6 to 9 months is higher, the water levels in other months are relatively lower, and the annual amplitude of the water level is about 1.0 to 2.0m generally.
The main purpose of the engineering foundation pit dewatering is to control the underground water below the excavation depth of the foundation pit so as to ensure the earthwork excavation and the structural dry groove operation.
The underground water of the foundation pit is controlled by adopting a waterproof curtain and a pit internal drainage scheme for treatment, the foundation pit adopts a high-pressure jet grouting pile 2 waterproof curtain for water stopping, the pile diameter is 700mm, the spacing is 500mm, and the pile length is 13.2 m; arranging a drainage well in the foundation pit to drain underground water in the foundation pit, wherein the drainage well adopts a pipe well, the aperture is phi 600, the spacing is 20.0m multiplied by 20.0m, the well depth is 17.0m, and a well pipe is a cement gravel water filter pipe with the diameter of 400 mm; and 2-10 mm gravel filter materials are filled outside the well pipe.
S2: and when the construction site meets the excavation condition of the supporting pile, performing supporting pile construction, and installing the designed pile position to perform supporting pile pouring construction. In the construction of the S2 support pile:
before carrying out the construction of fender pile 1, carry out the first layer earthwork excavation apart from the fender pile 20m, also carry out the foundation ditch first layer earthwork excavation all around to excavate from inside to outside, and carry out 1: 1, putting slope so that the supporting pile 1 meets the construction conditions, the construction site meets the requirements of safe walking of a pile machine, a tank car and the like, and the elevation of the operation surface is 0.5m higher than the elevation of the designed pile top of the supporting pile 1. When the support pile 1 meets the construction conditions, the construction is carried out according to the following steps:
as shown in fig. 2 and 3:
(1) firstly, the height of a working face is measured, construction setting-out is carried out, and a supporting pile 1 site is determined.
Before the supporting pile 1 is constructed, the elevation of a construction working face is measured, and the drilling depth calculated from the construction working face is calculated.
The positioning mark of the support pile 1 is reliable and stable, and the pile position paying-off deviation is not more than 70 mm. After the paying-off is finished, the paying-off is checked together with the supervision, and the next process can be carried out after no error is confirmed and the signature is approved.
(2) And (4) processing the reinforcement cage, stacking the manufactured reinforcement cages in a classified manner, marking the use position by using a signboard, and using the experience after folding the grids.
(3) Drilling to form a hole;
calculating the hole depth according to the designed pile length and the elevation of the construction working surface, and marking the hole depth at the corresponding position of the body or the drill rod of the drilling machine;
the drilling machine moves to a pile site to align with the pile position 1 of the support pile and lower the drill bit, the tower body of the drilling machine is kept vertical, the verticality of the drill rod is measured by a theodolite or a plumb bob, and the verticality deviation is controlled within 1%.
(4) Concrete is grouted by pressure;
after the drill bit reaches the designed elevation, the drill rod stops drilling and starts pumping concrete, the concrete is pumped to the bottom of the hole, the concrete is pumped while the drill is lifted, the drill lifting speed is matched with the pumping capacity, and the drill bit is guaranteed to be buried below the concrete surface all the time; the pile-forming process is continuously carried out until the pile body concrete is poured to the ground of the hole opening.
(5) Implanting a reinforcement cage;
after the concrete is pressure-poured to a construction control elevation and waste soil around the pile hole is cleaned, aligning the reinforcement cage to the center of the hole position to carry out reinforcement cage implantation construction; aligning the center of the reinforcement cage to the center of the pile position, and controlling the verticality of the reinforcement cage; make it sink through the steel reinforcement cage dead weight earlier, when sinking and stopping, start the electromagnetic shaker, make the steel reinforcement cage continue to sink through the electromagnetic shaker, height that the steel reinforcement cage was placed is controlled to the levelling instrument, after reacing the design elevation, fixed steel reinforcement cage.
The pile diameter of the formed support pile 1 is 800mm, the pile length is 18m, and the pile spacing is 1.5 m.
And S3, after the construction of the supporting piles 1 is finished for 48 hours, constructing the rotary jet grouting piles 2 between the adjacent supporting piles 1, wherein the tops of the rotary jet grouting piles 2 are lower than the bottoms of the supporting piles 1.
Two jet grouting piles 2 are arranged between adjacent supporting piles 1, after construction of the supporting piles 1 adjacent to two sides is completed for 48 hours, the jet grouting piles 2 are measured and set, then a jet grouting pile machine is in place, hole position and drill rod verticality are corrected, hole leading operation is carried out, then a grouting pipe is arranged in a leading hole, high-pressure jet grouting is carried out from bottom to top until hole opening grout returns, and the position where jetting is stopped is higher than the curtain design top surface lm.
The diameter of the jet grouting pile 2 is 700mm, the length of the pile is 13.2m, and the distance is 0.5 m.
The method for plugging the curtain pile comprises the following steps:
(1) the water seepage between piles can be blocked by adopting a 'formwork blocking method', and the method comprises the following steps:
punching holes on piles to plant reinforcing steel bars at positions outside the center of the support pile 1, and arranging reinforcing steel bars among the piles
16@200 single-layer reinforcing mesh, and performing single-side formwork support on the outer side by adopting a wood formwork with the height of a leakage point being less than 3 m. C20 fine aggregate concrete is sprayed to block the leakage point height of more than 3m, and the template is removed after the concrete strength meets the requirement.
(2) When the waterproof curtain leaks but the water leakage is not large and a small amount of silt is carried, the waterproof curtain can be blocked by adopting an internal blocking method, which comprises the following steps:
1) and (4) processing leakage points: and removing mud and impurities among the fender piles at the water leakage part, chiseling the water leakage part into a reverse wedge-shaped hole, chiseling the two sides of the reverse wedge-shaped hole to the edge of the fender pile, and cleaning the mud on the surface of the fender pile.
2) Mixing cement: the quick plugging must adopt double quick setting cement, the cement and water are repeatedly kneaded into a ball according to the proportion of 1:0.2, and the sealing is carried out according to the following ratio: water =1:0.3, stirring into a uniform putty shape, and setting time of the double-quick cement is 0.2h and setting time of the final cement is 1.5 h.
3) Stuffing: if silt loss is more in the gap and a larger hole is formed inside the gap, old cotton wool or broken cloth is stuffed into the hole, and the old cotton wool or the broken cloth can prevent the silt from losing and prevent the hole from being enlarged and can permeate water.
4) Inserting a catheter: the mixed cement is paved on the bottom of the wedge-shaped hole by a layer, the thickness of the cement layer is about one third of the thickness of the hole, one end of a phi 25 plastic pipe (the pipe diameter is adjusted according to the water flow of a leakage point) with the length of about 1.5m, which is prepared in advance, is quickly inserted into the deep part of the water leakage point, the water pipe is pressed into the paved cement, and the mixed cement fixing water guide pipe is continuously paved when the water flow of the water leakage point is confirmed to flow away from the pipe.
5) Sealing the water leakage port: the mixed cement mass is quickly plugged into the water seepage port, and the periphery of the inserted aqueduct is completely sealed by the cement mass. After confirming that all the water leakage is discharged from the other parts of the water guide pipe and no water leakage occurs, extending the range of 10cm around the hole and scraping and pressing a layer, if the pressure of the flowing water is large, adopting an expansion screw and a reinforcing mesh to reinforce the fender pile, filling a filter screen at the end part of the guide pipe after fixing the guide pipe to filter the silt, and ensuring that only the flowing water in the pipe does not take away the silt.
6) And (5) maintenance: curing for not less than 4h, such as hot weather, and properly spraying water for curing.
7) Pipe bundling and water stopping: after the cement is hardened and meets the requirement of strength (more than 20 MPa), the plastic water guide pipe is tied by lead wires to stop water. Sometimes, because the water pressure is higher, water may leak from other parts after the pipe is pricked, and drainage plugging is carried out again according to the method until plugging.
(3) When the waterproof curtain leaks, the water leakage amount is large, and silt is carried in the waterproof curtain, an external sealing method is required to be adopted for plugging, and the specific method comprises the following steps:
1) the source of leaking is found at the inboard of foundation ditch, clearance leak water point inboard and hole periphery, and the type of big outside is dug into to the leak water point during repair is dug, is convenient for install expanding material such as dry kelp, packs the cotton fibre simultaneously and reduces the silt particle that leaks and carry in the water.
2) Backfilling to form a cofferdam: and cofferdams are formed by rapidly backfilling soil at the leakage points, and when water leaks seriously, concrete is poured to form the cofferdams, so that the damage of the water leakage to the foundation pit is reduced.
3) Drilling to form a hole: and (3) placing the drilling machine at the water leakage point by adopting a truck crane, and starting drilling after adjusting the verticality, wherein the drilling depth is 1m below the water leakage point.
4) Placing a grouting pipe: after the drill rod is drilled to the depth, the grouting pipe (phi 25 galvanized pipe) is placed, if the drilling collapse occurs in a sand layer in the process of placing the grouting pipe, the grouting pipe is pressed into the preset depth by adopting a modified flat vibrator, and the grouting pipe is connected with a tee joint with two valves which are respectively used for connecting a cement grouting pump and a water glass grouting pump.
5) Grouting cement slurry: and (3) stirring the cement paste according to the water-cement ratio of 0.7:1, firstly injecting the cement paste to confirm whether the grouting pipe is near the water leakage channel, if the cement paste does not flow out during continuous grouting in the grouting process, properly lifting the grouting pipe by 15-20 cm, and confirming that the water leakage channel is found after the water leakage point flows out of the cement paste.
6) Double-liquid grouting: the double-liquid grouting is one of static pressure grouting, namely, cement solution and water glass are uniformly mixed in a short time through a grouting pipe by utilizing hydraulic pressure to generate cement glue, and then the cement glue is injected into a stratum. The leakage channel is plugged by utilizing the characteristics of high cement glue setting speed and high strength, so that the aim of plugging is fulfilled.
7) Grouting reinforcement
Firstly, static pressure grouting: and (3) carrying out static pressure grouting reinforcement 24 hours after the water leakage point is blocked, arranging reinforcing points at positions which are 0.5m away from the left side and the right side of the water leakage point along the direction of the waterproof curtain, wherein the grouting depth is 1m below the water leakage point, the flow rate is 8-12L/min, and the grouting pressure is more than 1-1.5 MPa during reinforcement.
Splitting grouting: when static pressure slip casting is reinforced, because the thick liquid of the closely knit degree of lower part soil layer is difficult for diffusing, and the hole is great between slip casting pipe and the drilling, it is serious to return thick liquid during slip casting, consequently adopt the splitting slip casting, the argil powder thick liquid lubrication drilling rod of injection in the drilling process, prevent stifled hole, reduce the resistance when putting into the splitting slip casting pipe simultaneously, it is closely knit to adopt grout to block its upper portion 1m department after putting into the splitting slip casting pipe, insert slip casting floral tube in the splitting pipe 2 days later, the slip casting (50 cm) is carried out the slip casting, slip casting pressure is 2MPa, until filling and returning the thick liquid.
S4: after the construction of the jet grouting pile 2 is completed, the top of the support pile 1 is subjected to top beam construction, main reinforcements of the support pile 1 extend into the top beam 3 and are connected with the top beam 3 through reinforcing steel bars, the top beam 3 is supported at the top of the support pile 1 and is connected with each support pile 1, and reserved reinforcing steel bars are arranged above the top beam 3.
Specifically, the method comprises the following steps:
(1) chiseling a pile head and clearing soil;
chiseling out 1 top laitance of a fender pile and unnecessary pile body and mixing soil, rejecting remaining concrete on 1 stake owner muscle of a fender pile, guarantee that the length that 1 owner muscle of a fender pile stretches into guan liang 3 satisfies the designing requirement, carry out the overlap joint welding with main muscle and guan liang 3 reinforcing bars.
(2) Supporting a formwork by the crown beam 3; and (3) supporting a formwork by using a crown beam 3 between the supporting piles 1, cleaning the contact surface of the formwork and the concrete after the formwork supporting is finished, and coating a separant.
(3) And pouring and maintaining concrete.
And continuously pouring the concrete of the crown beam 3, covering the concrete within 12 hours after the concrete is poured, and maintaining the concrete in a heat-preserving way for more than or equal to 7 days.
S5: the construction of the retaining wall 4 is carried out in the range from the top of the top beam 3 of the foundation pit support pile 1 to the ground, the retaining wall 4 comprises constructional columns 11 arranged at intervals, and main reinforcements of the constructional columns 11 are connected with the reserved steel reinforcements of the top beam 3.
The retaining wall 4 is built in layers, and the concrete strength of the constructional columns 11 of the retaining wall 4 reaches 70% of the design strength and then backfilled.
And in the processes of supporting pile 1 construction, jet grouting pile 2 construction, crown beam 3 construction and retaining wall 4 construction, carrying out center earthwork excavation on a first layer of a foundation pit. And when the construction of the retaining wall 4 is finished and the excavation of the first layer of central earthwork is finished, constructing a dry well in the central area of the foundation pit and lowering water.
S6: constructing a first anchor cable 5;
before the first anchor cable 5 is constructed, earth excavation is carried out on the periphery of the second layer, and then the first anchor rod construction is carried out.
When the first anchor cable 5 is constructed, the method comprises the following steps:
(1) and (3) forming holes, wherein the anchor cable 5 is constructed by adopting a sleeve following hole forming process, and the sleeve following hole forming process is the prior art and is not described again.
(2) The anchor cable rod body is made of 1860 grade phi 15.20 steel stranded wires, and the length of the rod body is about l.0m longer than the length of the hole channel.
(3) And (3) placing the rod body, wherein the earth digging speed is coordinated with the construction speed of the prestressed anchor cable 5, clearing earth to 500mm below the level of the prestressed anchor cable 5, and strictly forbidding over digging.
(4) Grouting, wherein the anchor cable 5 needs to adopt a secondary high-pressure splitting grouting process, the pressure for stopping grouting is not less than 1.5MPa, the cement consumption of an anchoring section is not less than 60kg/M, and the cement paste strength is M20. The secondary high-pressure splitting grouting is carried out 12-24 hours after the primary grouting (the specific interval time is controlled by the strength of the anchoring body reaching about 5 MPa). The secondary high-pressure splitting grouting pipe is provided with grout overflow holes at the anchoring section, and the distance between the grout overflow holes is about 1.0m at the section 1/3 at the end part of the anchoring section. The bottom port and the open hole are sealed by the waterproof adhesive tape, so that the grouting pipe is prevented from entering slurry during primary grouting, and secondary high-pressure splitting grouting cannot be performed.
(5) And (3) processing and installing waist beams, wherein the anchor cables 5 between the piles of the support piles 1 are made of 2 × I28b H-shaped steel. The two I-shaped steels are connected by batten plates, and the distance between the two I-shaped steels is equal to the distance between the supporting piles 1.
And after the anchor cable 5 is constructed, tensioning and locking are carried out.
S7: after the first anchor cable 5 is constructed, the first inter-pile soil retaining wall 6 located above the jet grouting pile 2 is constructed, and the first inter-pile soil retaining wall 6 is shown in fig. 3.
(1) The construction of the soil dado 6 between the first stake, drill in the relative one side of a fender pile 1, the drilling sets up with a fender pile 1 extending direction is perpendicular, insert two sections horizontal pressure muscle 12 in the drilling and lap joint welding forms horizontal gag lever post 8 again, correspond fixed vertical gag lever post 9 at 2 tops of spouting soon stake, vertical gag lever post 9 is fixed between spouting soon stake 2 and hat beam 3 in upper and lower direction, vertical gag lever post 9 forms spacing net with horizontal gag lever post 8 welded connection, then lay reinforcing bar net 10 in the one side of spacing steel that is dorsad the foundation ditch.
(2) Spraying and coagulating the surface layer;
the spraying operation is performed from top to bottom in sections, and the spraying sequence of the same section is from bottom to top; when spraying, the spray head and the sprayed surface should be kept vertical, and the spraying distance is 0.6-1.0 m. Spraying the fine stone concrete with the thickness of 80mm and the strength of C20.
S8: and constructing a second anchor cable 5.
And the second anchor cable 5 is positioned under the first anchor cable 5, and before the second anchor cable 5 is constructed, the third layer of peripheral earthwork excavation is carried out, and meanwhile, the second layer of central earthwork excavation, the peripheral area drainage well construction and precipitation are carried out. The second anchor cable 5 construction step is the same as the first anchor cable construction step, and is not described herein again.
S9: after the second anchor cable 5 is constructed, constructing a second inter-pile soil retaining wall 7 between the jet grouting pile 2 and the jet grouting pile 2 or between the jet grouting pile 2 and the support pile 1, wherein the second inter-pile soil retaining wall 7 is shown in fig. 3.
(1) During construction of the second inter-pile soil retaining wall 7, a hole is drilled in one side of the support pile 1 opposite to the jet grouting pile 2 or one side of the jet grouting pile 2 opposite to the jet grouting pile 2, two sections of transverse pressing ribs 12 are inserted into the drilled hole and then are in lap joint welding to form a transverse limiting rod 8, and then a reinforcing mesh 10 is laid on one surface, back to the foundation pit, of the transverse limiting rod 8.
(2) Spraying concrete on the surface layer;
the spraying operation is performed from top to bottom in a segmented mode, and the spraying sequence of the same segment is from bottom to top; when spraying, the spray head and the sprayed surface should be kept vertical, and the spraying distance is 0.6-1.0 m. Spraying the fine stone concrete with the thickness of 80mm and the strength of C20.
And if the third anchor cable construction is needed, continuing to perform the excavation of the earth around the fourth layer, then continuing to perform the third anchor cable construction and the soil retaining wall construction, and circulating in sequence until the depth of the soil retaining wall reaches the design depth of the foundation pit.
In the above embodiment, two jet grouting piles are arranged between adjacent support piles, and in other embodiments, one jet grouting pile is arranged between adjacent support piles.
In the above embodiment, before the support pile construction, earth excavation is performed at a distance of 20m from the support pile, excavation is performed from the inside to the outside, and 1: 1, slope releasing so that the supporting piles meet excavation conditions; in other embodiments, if the site meets the construction conditions of the support piles before the construction of the support piles, the construction of the support piles can be directly carried out.
Claims (8)
1. A soil-protecting and descending construction method is characterized by comprising the following steps:
s1: construction preparation;
researching a geotechnical engineering investigation report of a construction area, knowing the structure, distribution, performance indexes and underground water distribution condition of a soil layer, finding out the spatial position, structural form, foundation burial depth and foundation type of various underground facilities and surrounding buildings, judging the influence of support on the underground facilities and the surrounding buildings, installing mechanical equipment in place and operating normally, and putting all required materials in place according to a plan;
s2: when a construction site meets the excavation condition of the supporting piles, carrying out supporting pile construction, and installing design pile positions to carry out supporting pile pouring construction;
s3, after the construction of the supporting piles is finished for 48 hours, carrying out the construction of the jet grouting piles between the adjacent supporting piles, wherein the top of each jet grouting pile is lower than the lower part of the top of each supporting pile;
s4: after the construction of the jet grouting pile is completed, the top of the supporting pile is constructed with a top beam, and the main reinforcement of the supporting pile extends into the top beam and is connected with the top beam
Connecting steel bars, wherein a crown beam is supported at the top of the support piles and connects the support piles, and a reserved steel bar is arranged above the crown beam;
s5: constructing a retaining wall in the range from the top of a crown beam of the supporting pile of the foundation pit to the ground, wherein the retaining wall comprises constructional columns arranged at intervals, and main reinforcements of the constructional columns are connected with reserved reinforcing steel bars of the crown beam;
s6: constructing a first anchor cable;
s7: after the first anchor cable construction is finished, performing first inter-pile soil retaining wall construction above the jet grouting pile;
s8: constructing a second anchor cable;
s9: and after the second anchor cable is constructed, performing second inter-pile soil retaining wall construction between the jet grouting pile and the jet grouting pile or between the jet grouting pile and the support pile.
2. A soil lifting construction method according to claim 1, wherein in the construction of S2 fender piles:
(1) firstly, carrying out height measurement and construction setting-out on an operation surface, and determining a supporting pile site;
(2) processing the reinforcement cage, stacking the manufactured reinforcement cage in a classified manner, marking the use part by using a signboard, and using the reinforcement cage behind an experience folding lattice;
(3) drilling to form a hole;
calculating the hole depth according to the designed pile length and the elevation of the construction working surface, and marking the hole depth at the corresponding position of the body or the drill rod of the drilling machine;
the drilling machine moves to a pile site to align with a pile site of a support pile and lower a drill bit, the tower body of the drilling machine is kept vertical, the verticality of a drill rod is measured by a theodolite or a plumb bob, and the verticality deviation is controlled within 1%;
(4) pressure pouring concrete;
after the drill bit reaches the designed elevation, the drill rod stops drilling and starts to pump concrete, the concrete is pumped to the bottom of the hole, the drill is lifted while the concrete is pumped, the drill lifting speed is matched with the pumping quantity, and the drill bit is guaranteed to be buried below the concrete surface all the time; the pile-forming process is continuously carried out until the pile body concrete is poured to the ground of the hole opening;
(5) implanting a reinforcement cage;
after the concrete is pressure-poured to a construction control elevation and waste soil around the pile hole is cleaned, aligning the reinforcement cage to the center of the hole position to carry out reinforcement cage implantation construction; aligning the center of the reinforcement cage to the center of the pile position, and controlling the verticality of the reinforcement cage; make it sink through the steel reinforcement cage dead weight earlier, when sinking and stopping, start the electromagnetic shaker, make the steel reinforcement cage continue to sink through the electromagnetic shaker, height that the steel reinforcement cage was placed is controlled to the levelling instrument, after reacing the design elevation, fixed steel reinforcement cage.
3. A soil protection and descent construction method as claimed in claim 2, wherein in S3, two jet grouting piles are arranged between adjacent supporting piles, after the construction of the supporting piles adjacent to both sides is completed for 48 hours, the jet grouting piles are measured and paid out, then the jet grouting piles are put in place, the hole site and the drill rod verticality are corrected, the hole leading operation is performed, then grouting pipes are arranged in the holes, high-pressure jet grouting is performed from bottom to top until the hole orifice returns, and the position where the jet stopping is higher than the curtain design top surface lm.
4. A soil drop construction method as claimed in claim 3, wherein in S4 crown beam construction:
(1) drilling a pile head and clearing soil;
chiseling floating slurry on the top of the supporting pile and excess pile body mixed soil, removing residual concrete on a main reinforcement of the supporting pile, ensuring that the length of the main reinforcement of the supporting pile extending into the crown beam meets the design requirement, and lap-welding the main reinforcement and the crown beam steel bar;
(2) performing crown beam formwork support; performing crown beam formwork support between the support piles, cleaning the contact surface of the formwork and the concrete after the formwork support is finished, and coating a separant;
(3) pouring and maintaining concrete;
and (3) continuously pouring the crown beam concrete, covering the concrete within 12 hours after the concrete is poured, and maintaining the concrete in a heat-preservation way for more than or equal to 7 days.
5. A soil drop construction method according to claim 4, wherein in the construction of the S5 retaining wall: and (4) building the retaining wall in layers, and backfilling after the concrete strength of the constructional columns of the retaining wall reaches 70% of the design strength.
6. A soil lifting construction method according to any one of claims 1 to 4, wherein in the first inter-pile soil retaining wall construction of S7:
(1) the construction method comprises the steps of constructing a first inter-pile soil retaining wall, drilling a hole in one opposite side of a support pile, wherein the drilled hole is perpendicular to the extending direction of the support pile, inserting two sections of transverse pressing bars into the drilled hole, then overlapping and welding to form a transverse limiting rod, correspondingly fixing a vertical limiting rod on the top of a jet grouting pile, welding and connecting the vertical limiting rod and the transverse limiting rod to form a limiting net, and then laying a reinforcing mesh on one surface of the limiting steel, which is back to a foundation pit;
(2) spraying and coagulating a surface layer;
the spraying operation is performed from top to bottom in sections, and the spraying sequence of the same section is from bottom to top; when in spraying, the spray head and the sprayed surface are kept vertical, and the spraying distance is 0.6-1.0 m;
spraying the fine stone concrete with the thickness of 80mm and the strength of C20.
7. The soil lifting construction method of claim 6, wherein in the second inter-pile soil retaining wall construction of S9:
(1) during construction of the soil retaining wall between the second piles, drilling holes in one side of the support pile opposite to the rotary jet grouting pile or one side of the rotary jet grouting pile opposite to the rotary jet grouting pile, inserting two sections of transverse pressing bars into the drilled holes, then overlapping and welding the transverse pressing bars to form transverse limiting rods, and then paving a reinforcing mesh on one surface of the limiting steel, which faces away from the foundation pit;
(2) spraying and coagulating the surface layer;
the spraying operation is performed from top to bottom in a segmented mode, and the spraying sequence of the same segment is from bottom to top; when spraying, the spray head and the sprayed surface should be kept vertical, and the spraying distance is 0.6-1.0 m;
spraying the fine stone concrete with the thickness of 80mm and the strength of C20.
8. A method of civil engineering works as claimed in any of claims 1 to 4 wherein, before the construction of the supporting piles, earth excavation is carried out at a distance of 20m from the supporting piles, excavation is carried out from the inside to the outside, and 1: 1, slope releasing so that the supporting piles meet excavation conditions.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210331946.0A CN114575355A (en) | 2022-03-31 | 2022-03-31 | Soil protection and descent construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210331946.0A CN114575355A (en) | 2022-03-31 | 2022-03-31 | Soil protection and descent construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114575355A true CN114575355A (en) | 2022-06-03 |
Family
ID=81778188
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210331946.0A Pending CN114575355A (en) | 2022-03-31 | 2022-03-31 | Soil protection and descent construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114575355A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115059087A (en) * | 2022-06-30 | 2022-09-16 | 中冶建工集团有限公司 | Construction method for foundation pit of vehicle-driving ground channel |
| CN115652952A (en) * | 2022-12-23 | 2023-01-31 | 中国建筑第六工程局有限公司 | Uplift pile and supporting pile combined inclined-straight pile inner-support-free foundation pit supporting method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102235007A (en) * | 2010-04-27 | 2011-11-09 | 中国华冶科工集团有限公司 | Method for supporting deep foundation with upper nail-lower pile combination |
| CN109680695A (en) * | 2018-12-17 | 2019-04-26 | 北京建材地质工程有限公司 | Bore forming technique is perfused in anhydrous thickness sand cobble stratum long auger |
| CN210104758U (en) * | 2019-04-16 | 2020-02-21 | 华弘建设集团有限公司 | Foundation pit supporting system of soil nail bored concrete pile anchor cable combination |
| CN110924450A (en) * | 2019-12-18 | 2020-03-27 | 湖北工业大学 | Method for protecting existing viaduct friction pile in pit under foundation pit excavation condition |
| CN111733828A (en) * | 2020-07-06 | 2020-10-02 | 中铁三局集团建筑安装工程有限公司 | Large-section deep foundation pit fender pile and prestressed anchor cable supporting construction technology |
| WO2021196449A1 (en) * | 2020-03-31 | 2021-10-07 | 江苏东合南岩土科技股份有限公司 | Foundation pit supporting system and construction method therefor |
| CN113802582A (en) * | 2021-10-26 | 2021-12-17 | 中国十七冶集团有限公司 | Mountain supporting method for near special-shaped buildings in hilly areas |
-
2022
- 2022-03-31 CN CN202210331946.0A patent/CN114575355A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102235007A (en) * | 2010-04-27 | 2011-11-09 | 中国华冶科工集团有限公司 | Method for supporting deep foundation with upper nail-lower pile combination |
| CN109680695A (en) * | 2018-12-17 | 2019-04-26 | 北京建材地质工程有限公司 | Bore forming technique is perfused in anhydrous thickness sand cobble stratum long auger |
| CN210104758U (en) * | 2019-04-16 | 2020-02-21 | 华弘建设集团有限公司 | Foundation pit supporting system of soil nail bored concrete pile anchor cable combination |
| CN110924450A (en) * | 2019-12-18 | 2020-03-27 | 湖北工业大学 | Method for protecting existing viaduct friction pile in pit under foundation pit excavation condition |
| WO2021196449A1 (en) * | 2020-03-31 | 2021-10-07 | 江苏东合南岩土科技股份有限公司 | Foundation pit supporting system and construction method therefor |
| CN111733828A (en) * | 2020-07-06 | 2020-10-02 | 中铁三局集团建筑安装工程有限公司 | Large-section deep foundation pit fender pile and prestressed anchor cable supporting construction technology |
| CN113802582A (en) * | 2021-10-26 | 2021-12-17 | 中国十七冶集团有限公司 | Mountain supporting method for near special-shaped buildings in hilly areas |
Non-Patent Citations (4)
| Title |
|---|
| 刘海兵: "凤城国贸工程超深基坑桩锚支护设计与施工", 探矿工程（岩土钻掘工程）, vol. 46, no. 5, pages 86 - 91 * |
| 张玉亭: "长螺旋钻孔压灌桩施工监理控制要点", 山西建筑, vol. 46, no. 11, pages 164 - 166 * |
| 王惠: "土建基础施工之深基坑支护施工技术探究", 中国住宅设施, no. 4, pages 101 - 103 * |
| 纪辉: "岩土工程中基坑工程安全施工设计", 中国高新科技, no. 2, pages 95 - 96 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115059087A (en) * | 2022-06-30 | 2022-09-16 | 中冶建工集团有限公司 | Construction method for foundation pit of vehicle-driving ground channel |
| CN115652952A (en) * | 2022-12-23 | 2023-01-31 | 中国建筑第六工程局有限公司 | Uplift pile and supporting pile combined inclined-straight pile inner-support-free foundation pit supporting method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108442382B (en) | In-situ protection and enclosure soil-retaining structure for pressure pipeline crossing deep foundation pit and construction method | |
| CN111733828A (en) | Large-section deep foundation pit fender pile and prestressed anchor cable supporting construction technology | |
| CN103741714A (en) | Construction method for full cover-excavation reverse method of underground engineering | |
| CN107938692A (en) | A kind of draining and recharge construction method and structure | |
| CN104110038A (en) | Construction method for large-area pit support structure in deep-sludge type soft soil area | |
| CN107503257A (en) | One kind is close to mountain high-filled subgrade stabilization and Deformation control structure and construction method | |
| CN104499479A (en) | Dig-hole pile construction method based on penetration of sand gravel backfilling layer | |
| CN105464074B (en) | A kind of artificial digging pile high polymer grouting safeguard structure and its construction method | |
| CN108316339A (en) | A kind of construction method of water penetration geology large size arch bridge base | |
| CN110847224A (en) | Filling slope gravity retaining wall reinforcing structure and construction method thereof | |
| CN106049195A (en) | Method for strengthening subgrade basement of existing high speed railway line | |
| CN114575355A (en) | Soil protection and descent construction method | |
| CN108571000A (en) | The construction method of underground water cutting when wearing existing railway under a kind of road of location along the river | |
| CN109403332B (en) | Method for combined excavation of layered bench sections of deep foundation pit of sandy cobble thick covering layer wide shallow valley | |
| CN113174958A (en) | Construction method for foundation pit of adjacent road under poor ground condition | |
| CN111322087A (en) | Construction method for soft soil highway tunnel entrance semi-open semi-hidden tunnel in mountainous area | |
| CN114411756A (en) | Construction method and construction device for water-rich sand layer subway station open excavation foundation pit without precipitation | |
| CN112695763A (en) | Deep sludge stratum foundation pit excavation method | |
| CN102235007B (en) | Method for supporting deep foundation with upper nail-lower pile combination | |
| CN109339079A (en) | A kind of foundation pit water-stopping system and its construction technology close to river permeable stratum | |
| CN111560964B (en) | Construction method of rear anti-seepage system of foundation pit | |
| CN110762286B (en) | Drainage pipe network artificial pipe jacking construction process | |
| CN113431097A (en) | Protection structure of shallow foundation building next to deep foundation pit engineering and construction method | |
| CN112983461A (en) | Construction method for bias tunnel portal in slope volume | |
| CN209260739U (en) | A kind of foundation pit water-stopping system close to river permeable stratum |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |